SORMAT OY | LIEBIG MECHANICAL ANCHOR SYSTEM SEISMIC ... · WITH ACI 355.2-04 1.0 INTRODUCTION 1.1 Purpose The firm of Wiss, Janney, Elstner Associates, Inc. (WJE) has conducted a

SORMAT OY | LIEBIG MECHANICAL ANCHOR SYSTEM SEISMIC TESTING AND ASSESSMENT IN ACCORDANCE WITH ACI 355.2-04

Final Report

December 8, 2009 WJE No. 2009.3396

Prepared for: Sormat Oy

Prepared by: Wiss, Janney, Elstner Associates, Inc.


John Pearson, P.E., S.E. Project Manager

Final Report December 8, 2009 WJE No. 2009.3396

Prepared for: Sormat Oy Harjutie 5 FI-21290 Rusko Finland VAT ID FI17427932

Prepared by: Wiss, Janney, Elstner Associates, Inc. 330 Pfingsten Road Northbrook, Illinois 60062 847.272.7400 tel | 847.291.5189 fax

TABLE OF CONTENTS

1.0 INTRODUCTION ..................................................................................................................................... 2 1.1 Purpose ................................................................................................................................................ 2 1.2 Scope ................................................................................................................................................... 2 1.3 Reference Standards ............................................................................................................................ 2

2.0 ANCHOR SYSTEM INFORMATION ..................................................................................................... 3 2.1 Product Description ............................................................................................................................. 3 2.2 Product Sampling ................................................................................................................................ 3 2.3 Concrete Test Specimens .................................................................................................................... 3

3.0 TEST PROGRAM ..................................................................................................................................... 3 3.1 Anchor Installation .............................................................................................................................. 3 3.2 Concrete Compressive Strength Determination .................................................................................. 4 3.3 Testing Methods .................................................................................................................................. 4 3.4 Test Equipment .................................................................................................................................... 4

4.0 REFERENCE AND SERVICE-CONDITION TESTS ............................................................................. 5 4.1 Static Tension - Test 3 Reference Tension Tests in Cracked Low Strength Concrete ........................ 5 4.2 Simulated Seismic Tension - Test 12 Service Condition, Simulated Seismic Tension Test ............... 5

5.0 TEST DATA ASSESSMENT ................................................................................................................... 6 6.0 CONCLUSIONS ........................................................................................................................................ 6

FIGURES

APPENDIX 1 Concrete Mix Designs

APPENDIX 2 Test Equipment Calibration Information

APPENDIX 3 Seismic Load versus Displacement Plots

SORMAT OY | LIEBIG MECHANICAL ANCHOR SYSTEM

SEISMIC TESTING AND ASSESSMENT IN

ACCORDANCEWITH ACI 355.2-04

December 8, 2009

Page 2


1.0 INTRODUCTION

1.1 Purpose

The firm of Wiss, Janney, Elstner Associates, Inc. (WJE) has conducted a product assessment

program for the Sormat Oy Superplus BLS self-undercut anchor system in accordance with American

Concrete Institute (ACI) 355.2-04, Qualification of Post-Installed Mechanical Anchors in

Concrete and Commentary. The testing and subsequent data assessment was conducted within the

guidelines and requirements of ACI 355.2-04 for use in cracked concrete. The testing took place

in the WJE structural laboratory in Northbrook, Illinois and the Simpson Strong-Tie laboratory in

Addison, Illinois.

1.2 Scope

The product evaluation program consisted of testing and assessing the Sormat Oy | Liebig Superplus BLS

mechanical anchor system in cracked concrete, according to ACI 355.2-04 Table 4.2 – Test Program for

Evaluating Anchor Systems for use in Cracked and Uncracked Concrete. Specifically, Test Numbers 3 and

12 of Table 4.2 were performed to determine their seismic performance.

1.3 Reference Standards

ACI 355.2-04, Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary,

American Concrete Institute, 38800 Country Club Drive, Farmington Hills, MI 48331, Michigan

ASTM Standard E 488-96, (Reapproved 2003): Standard Test Methods for Strength of Anchors in Concrete

and Masonry Elements Vol. 04.11, ASTM International, West Conshohoken, Pennsylvania.

ASTM Standard A 193/A 193M, 2006: Standard Specification for Alloy-Steel and Stainless Steel Bolting

Materials for High Temperature or High Pressure Service and Other Special Purpose Applications, Vol.

01.01 , ASTM International, West Conshohoken, Pennsylvania.

ASTM Standard C 31/C 31M, 2008: Standard Practice for Making and Curing Concrete Test

Specimens in the Field, Vol. 04.02, ASTM International, West Conshohoken, Pennsylvania.

ASTM Standard C 39/C 39M, 2005: Standard Test Method for Compressive Strength of Cylindrical

concrete Specimens Vol. 04.02, ASTM International, West Conshohoken, Pennsylvania.



ACCORDANCE WITH ACI 355.2-04

December 8, 2009

Page 3

2.0 ANCHOR SYSTEM INFORMATION

2.1 Product Description

The design of the Superplus mechanical anchor causes an undercut to be created when the installation

torque is applied. As torque is applied to the anchor the cone is drawn into the anchor sleeve and the sleeve’s

outer cutting teeth expand and undercut into the base material. This results in a mechanical interlock with

base material that functions in both cracked and non-cracked concrete.

2.2 Product Sampling

Product sampling was conducted by WJE at the Simpson facility located in Addison, Illinois. WJE

randomly sampled the anchors.

2.3 Concrete Test Specimens

Concrete test specimens were typically cast as either 4 ft x 4ft x 1 ft or 6 ft x 4 ft x 2 ft blocks. A total of

two mix designs were used during the testing process (Appendix 1). Cementitious additives as defined by

ACI 355.2-04 Section 5.1.2 were not used in the concrete mixes.

Reinforcement was used as a necessary part of the mechanism to induce cracks in test members for test

series requiring cracked concrete. Minimum reinforcement (less than 1%) was used in static crack blocks

to restrain the concrete during the cracking process. Crack inducing plates were used for each type of

cracked concrete test member to control the location of the crack in the member.

3.0 TEST PROGRAM

3.1 Anchor Installation

All anchor installations were performed according to the manufacturer’s installation instructions provided

by Sormat Oy.

Drilled Holes - The holes for anchor installation were drilled using a Bosch 11241EVS SDS Max rotary

hammer drill and a carbide tipped drill bit. The diameter of the drill bits used were measured before and

after each use to verify the actual diameter was within the specified tolerance of Table 5.1 of ACI 355.2-

04. All drill bits used for this test program were within the specified tolerance. The hole was drilled so that

the axis of the anchor was approximately in the plane of the crack.

Anchor Installation - Anchors were installed in the concrete test members according to the manufacturer’s

installation instructions. Holes were drilled using a rotary hammer drill and carbide tipped drill bit that was

within the diameter range per ACI 355.2-04, Table 5.1. The holes were drilled and the anchors were

installed to the manufacturer's recommended embedment depth.

The drilled hole was cleaned using compressed air (Figure 1). A vacuum was used near the compressed air

hose to collect the dust blown out of the hole and to minimize dust in the laboratory work area. The anchor

was installed in the cleaned hole using a hammer. The anchor was driven until it contacted the test fixture

washers indicating the desired embedment depth (Figure 2). In order to install the anchor, the nut on the

threaded rod had to be hand tightened to keep all anchor components in contact with the adjacent piece.




December 8, 2009

Page 4

This allowed the anchor to be driven into the hole. A specified setting torque was applied to the anchor

using a calibrated torque wrench. The angle of anchor installation relative to being perpendicular to the

concrete surface was determined using an electronic level. Once the anchor was installed in the hole, the

specified torque, Tinst, was applied. The torque was removed after 10 minutes and 50 percent of the Tinst was

applied.

3.2 Concrete Compressive Strength Determination

To determine the concrete test sample compressive strength, 6-in. x 12-in. compressive strength specimens

were made during casting for each concrete batch in accordance with ASTM C31. The batch identification

was the date of casting with only one batch cast per day. Compressive strength determination testing was

then performed typically at 3, 7, 14, 21, 28, 35, 56, 91, and 180 days from the cast date according to ASTM

C39. Using the compressive strength data obtained for each batch, a best fit curve was determined using a

logarithmic equation as a function of the concrete batch age at time of testing (Equation 1).

0,20,10,0 ln)(_ fitfitAgefitAgefitBest Eq. 1

When cylinders were available, the compressive strength was determined by testing two cylinders before

and two cylinders after anchor testing. The compressive strength results were averaged to determine the

concrete compressive strength at time of testing.

3.3 Testing Methods

Testing was performed by WJE personnel at the WJE Structural Laboratory in Northbrook, Illinois (TL-

165) and Simpson Strong-Tie Testing facility in Addison, Illinois (TL-284) in accordance with the

applicable sections of ASTM E488 and ACI 355.2-04. The equipment used to perform the testing and

record the values adhered to the ACI 355.2-04 criteria.

3.3.1 ACI 355.2-04 Table 4.2 Test 3 - Reference Tension Tests in Cracked Low Strength Concrete

Test Number 3 is a reference tension test for single anchors without spacing and edge effects in cracked

concrete. Results from this test series were used to calculate required load levels for Test Number 18,

simulated seismic tension tests.

3.3.2 ACI 355.2-04 Table 4.2 Test 12 - Service Condition, Simulated Seismic Tension Test

Test Series 12 was performed for the Superplus anchors at shallow and deep embedment. This test series

was to determine the anchor performance during seismic tension loading in cracked (0.020-in.) concrete.

Residual capacity was determined after successful completion of the seismic tension testing.

3.4 Test Equipment

All testing was performed in accordance to the requirements of ACI 355.2-04 and ASTM E488. Static

tension tests were performed using a hollow core hydraulic ram, hydraulic pump, load cell, linear variable

differential transformers (LVDT’s), and a computer controlled data acquisition system (Figure 3).




December 8, 2009

Page 5

Seismic tension tests were performed using a computer controlled closed-loop hydraulic actuator. A load

cell is connected in-line with the actuator (Figure 4). An LVDT is mounted to the actuator for displacement

measurements. Data was collected by the computer.

The calibration information for equipment used for installing and testing the Superplus anchors is included

in Appendix 2.

4.0 REFERENCE AND SERVICE-CONDITION TESTS The reference tests were performed to obtain baseline values for the service-condition tests.

4.1 Static Tension - Test 3 Reference Tension Tests in Cracked Low Strength Concrete Anchor Installation - A hairline crack was developed in the concrete test member using hydraulics (Figure

5). The hole was drilled as previously described. The hole was cleaned with compressed air. A borescope

was used to verify that the axis of the anchor would be within the plane of the crack. The anchor was then

installed and set as previously described.

Anchors were installed in concrete following the manufacturer’s installation instructions. Once the anchor

was installed in the hole the specified torque, Tinst, was applied. The torque was removed after 10 minutes

and 50 percent of Tinst was applied.

Static Testing - Two LVDT’s were used to measure the crack width. Each LVDT was secured to the

concrete surface approximately equal distant on either side of the anchor. Once the anchor was set, the

crack width was increased to 0.012-in in addition to the initial hairline width as required by ACI 355.2,

Section 5.2.3. The LVDT readings were averaged and the result was reported as the crack width for the

test. Once the testing was begun the crack width was not controlled.

An initial load of approximately 5 percent of the expected ultimate capacity was applied to the anchor in

accordance with ASTM E488, Section 8.5. The load was applied continuously using an electric hydraulic

pump. The load rate was maintained so that failure occurred between 1 and 3 minutes from the beginning

of continuous load application in accordance with ASTM E488. An LVDT was used to measure the anchor

displacement during loading. A computer controlled data acquisition system was used to continuously

collect the load - displacement data, which was plotted in real time.

4.2 Simulated Seismic Tension - Test 12 Service Condition, Simulated Seismic Tension Test Anchor installation, concrete test member cracking, anchor testing, and data collection was performed as

described above. Two LVDT’s were used to measure the crack width. Each LVDT was secured to the

concrete surface approximately equal distant on either side of the anchor. Once the anchor was set, the

crack width was increased from the initial hairline crack width to the specified amount using wedges as

required by ACI 355.2, Section 5.2.3. The crack width opening at the beginning of all tests was 0.020 in.

The LVDT readings were averaged and the result was reported as the crack width for the test. Once the

testing was begun the crack width was not controlled.

The anchors were subjected to multiple cycles of pulsating tension loads at a frequency of 0.2 Hz. The

maximum seismic tension test load, Neq, for each anchor was based on the results of the static tension testing

(reference tension tests) as described above for each diameter and embedment depth condition. The value




December 8, 2009

Page 6

of the three tension loads (Neq, Nm, Ni,) is listed below. The number of cycles performed at load levels Neq,

Nm, and Ni, were 10, 30, and 100, respectively.

Superplus

Diameter (mm) Embedment (mm) Neq (kN) Ni (kN) Nm (kN)

12 80 22.1 16.6 11.1

12 150 37.9 28.4 18.9

16 150 43.0 32.2 21.5

16 200 61.1 45.8 30.5

A plot of applied seismic load versus anchor displacement for each test is included in Appendix 3. At the

completion of the simulated seismic tests a residual capacity test was performed. The same test set up for

the seismic tests was used for the residual capacity tests. The crack width at the end of the simulated seismic

tests was the crack width for the residual capacity tests, but not less than 0.020-in.

5.0 TEST DATA ASSESSMENT

The mean residual capacity for all anchors of Test Series 12 exceeded 160 percent of the maximum

sinusoidal tension, Neq (80 percent of the Reference Test 3 average). The anchors meet the criteria for Test

Series 18. Below is a summary of the mean residual capacity and corresponding limiting values.

Anchor Diameter

(mm) Embedment (mm)

Test Series 12

Residual Capacity (kN) 160% Neq (kN)

12 80 40.7 35.4

12 150 74.5 60.6

16 150 75.2 68.8

16 200 135.9 97.7

6.0 CONCLUSIONS

The testing program was conducted in general conformance with the requirements of ACI 355.2-04.

Simulated seismic tension loading was performed on each anchor and residual tension tests were performed

after completion of the simulated seismic loading. For each diameter and embedment depth condition

tested, the average ultimate residual loads of Test Series 12 exceeded 160 percent of the maximum tension

load applied during the simulated seismic tension tests, Neq (80 percent of the average ultimate Test Series

3 reference tension loads). Therefore, the Sormat Oy Superplus BLS self-undercutting anchor meets the

seismic tension resistance requirements of ACI 355.2-04 Section 9.5.3 with no performance reduction.




December 8, 2009

Page 7

Figure 1. Hole cleaning with compressed air

Vacuum

hose

Compressed air

hose




December 8, 2009

Page 8

Figure 2. Anchor installation

Figure 3. Static tension test set up in cracked concrete.

Load cell

Hydraulic

ram

LVDT




December 8, 2009

Page 9

Figure 4. Seismic tension test set up.




December 8, 2009

Page 10

Figure 5. Hydraulics used to initiate crack.

Reinforcing

steel




December 8, 2009

Page 11

APPENDIX 1

Concrete Mix Designs




December 8, 2009

Page 12

APPENDIX 2

Test Equipment Calibration Information

MTS Systems CorporationCALIBRATION CERT #1145.01

MTS Field Service

Page: 1 of 2Customer Name: SIMPSON STRONG-TIE Certificate Number: 1688-1528

System: US1-32961 Site: 512085System ID: MTS 55 Kip Portal Load Frame Location: LAB Country Code: USA

EquipmentDevice Type: Length Model: 244.31 Serial No.: 1149814

Controller/Conditioner Model: 493.25 AC Serial No.: 02011823Readout Device Model: FLEXTEST_GT Serial No.: Ver. 3.5C Channel: Displacement

MTS Field Service is accredited by the American Association for Laboratory Accreditation (A2LA Cert. No. 1145.01). The basis for this accreditation is the international standard for calibration laboratories, ISO/IEC 17025"General Requirements for the Competence of Calibration and Testing Laboratories".Defined and documented measurement assurance techniques or uncertainty analyses are used to verify the adequacy of the measurement processes.

Calibrations are performed with standards whose values and measurements are traceable to theNational Institute of Standards and Technology. Only reference standards calibrated in compliance with ASTM E 74 are used for calibrations performed in compliance with ASTM E 4.

When parameter(s) are certified to be within specified tolerance(s), the measured value(s) shall fall within the appropriatespecification limit and the uncertainty of the measured value(s) shall be stated and provided to the customer for evaluation.CALIBRATION INFORMATION

As Found: In Tolerance Max. Error As Found: -0.25 % Calibration Date: 10-Feb-09As Left: In Tolerance Max. Error As Left: -0.25 % Calibration Due: 10-Feb-10Tolerance: +/-1.0% of Applied Length from 10% to 100% and +/-0.1% of range below 10%Calibration Procedure: FS-CA 2104 Rev. EFull Scale Ranges: 5 inchNote:

STANDARDS USED FOR CALIBRATION

MTS Asset Number Manufacturer Model Number Description Cal. Date Cal. Due

16821 Fluke 189 189 Fluke (SH) 22-Feb-08 20-Feb-0913769 Fluke 80T-150U Fluke temp probe 22-Feb-08 22-Feb-09

19874 Boeckeler (9 pin) DGL460 Digital Linear Gage 7-Jun-08 5-Jun-09

Certified by: Issued on: 10-Feb-09

ACS Version: 6.33

ACSRepRevT

DBH 4-May-09

Certificate of Calibration

14000 Technology Drive Eden Prairie, MN 55344-229014000 Technology Drive Eden Prairie, MN 55344-229014000 Technology Drive Eden Prairie, MN 55344-2290

l

Page: 2 of 2 CALIBRATION CERT #1145.01Customer Name: SIMPSON STRONG-TIE Report Number: 1688-1528

System: US1-32961 Site: 512085System ID: MTS 55 Kip Portal Load FrameLocation: LAB Country Code: USA

EquipmentDevice Type: Length Model: 244.31 Serial No.: 1149814

Controller/Conditioner Model: 493.25 AC Serial No.: 02011823Readout Device Model: FLEXTEST_GT Serial No.: Ver. 3.5C Channel: Displacement

ProcedureMTS Procedure: FS-CA 2104 Rev. E ACS Version: 6.33

Calibration has been performed in accordance with: (none)Method of Verification:

Calibration Equipment Asset No.Dead Weight Set: HighLevel Board: LowLevel Board: Standard Asset No.: 19874

DW Compensation: DMM: 16821 Digital Indicator: Lower Limit:Temperature Readout: 13769 Additional Equipment: Standardizer:

ConditionsAmbient Temperature: 68.20 °F Polarity(+): Retraction Bidirectional: Cable Length: 50 Feet

In Tolerance X As Found: X Tolerance: +/-1.0% of Length 10% to 100%, +/-0.1% of range < 10%Out of Tolerance As Adjusted: As Found System Condition: Good

Conditioner Parameters Excitation: 10.0008 Delta K: Zero Offset: 0.0000 Multiplier: Phase: 52.06463

Cal Factor: Positive: Negative: Range Gain: PreAmp Gain: 1 Post Amp/FineGain: 1.14022 Polarity: NormalCalibration Data Range: 1Extension Resolution: 0.0001 Full Scale: 5Report Units: inch

Applied Series 1 Series 1 Errors Series 2 Series 2 Errors RepeatabilityPercent of Indicated Indicated Units Percent Units Percent Indicated Indicated Units Percent Units Percent PercentFull Scale Reading Reading Error Error Error Error Reading Reading Error Error Error Error Error

Length Ascending Descending Asc Asc Desc Desc Ascending Descending Asc Asc Desc Desc Asc Desc0 0.00000 -0.00037 0.00000 0.00 0.00037 -0.01-2 -0.10068 0.00068 0.01-4 -0.20007 0.00007 0.00-6 -0.29973 0.00027 -0.01-8 -0.39922 0.00078 -0.02-10 -0.49875 0.00125 -0.25-20 -0.99747 0.00253 -0.25-30 -1.49860 0.00140 -0.09-40 -1.99910 0.00090 -0.05-60 -3.00460 0.00460 0.15

Retraction Range: 1Report Units: inch

Applied Series 1 Series 1 Errors Series 2 Series 2 Errors RepeatabilityPercent of Indicated Indicated Units Percent Units Percent Indicated Indicated Units Percent Units Percent PercentFull Scale Reading Reading Error Error Error Error Reading Reading Error Error Error Error Error

Length Ascending Descending Asc Asc Desc Desc Ascending Descending Asc Asc Desc Desc Asc Desc0 0.00000 -0.00018 0.00000 0.00 0.00018 0.002 0.10078 0.00078 0.024 0.20048 0.00048 0.016 0.30036 0.00036 0.018 0.39972 0.00028 -0.0110 0.49917 0.00083 -0.1720 0.99886 0.00114 -0.1130 1.49870 0.00130 -0.0940 1.99970 0.00030 -0.0260 2.99840 0.00160 -0.05

Errors at Zero are computed in % of Range.Uncertainty of the data supplied is equal to or less than ±0.25% of reading for a confidence level of 95%. Out of Tolerance in % columnThis report shall not be reproduced except in full, without the written approval of the laboratory.Calibrations are performed with standards whose values and measurements are traceable to the National Institute of Standards and Technology.American Association of Laboratory Accreditation Certificate Number: 1145.01

Notes:

Performed By: Steven B. Hey Field Service Engineer Date: 10-Feb-09

Signature: Next Customer Agreed Upon Calibration Date: 10-Feb-10 ACSRepRevTDBH 4-May-09

MTS Systems Corporation 14000 Technology Drive Eden Prairie, MN 55344-2290

l Calibration ReportMTS Systems Corporation 14000 Technology Drive Eden Prairie, MN 55344-2290

l




December 8, 2009

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APPENDIX 3

Seismic Load versus Displacement Plots




December 8, 2009

Page 14

M12 Shallow


3000

4000

5000

6000

Load

(lbf

)

ACI 355.2-04 Table 4.2 Test Series 12 Assessment Load-Displacement Behavior: Seismic Tension - Liebig Superplus - M12 @ 80 mm embedment No. 1

Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

0 0.02 0.04 0.06 0.08 0.1 0.12Displacement (in.)

3000

4000

5000

6000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

0 0.02 0.04 0.06 0.08 0.1 0.12Displacement (in.)

3000

4000

5000

6000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18Displacement (in.)

3000

4000

5000

6000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09Displacement (in.)




December 8, 2009

Page 15

M12 Shallow

Residual Load versus Displacement Plots

Test Series:Test Description: Static tension, cracked,

Product(s) Tested:Report Date:

Block/Member No.: 5/29/09 No. of Samples 5Strength (psi): 3542 K (stat. const.) 3.4Reinforcing: #6 Tested By: D. HarmonDimensions (in.): 48x36x12 Sampling Method: From LiebigCrack Width (in.): 0.02 Witnessed By: R. Keesbury of WJEType: Normalweight Limestone Test Date(s): 7/22/09 - 7/27/09Anchor Installation Equipment Used Item S/NDrill Bit Size (mm): 20 Drill Type: Bosch SDS PlusDrill Bit Dia. (mm): 20.35 Computer: (B) w/ LabVIEWANSI Range: Load Cell: Sensotec 50-kip (B) 1014783Hole Depth, hhole (in.): 4 1/2 LVDT: Macro Sensor LVDT 7 7Effect. Embedment, hef (in.): 3.15 5.91 Calipers: Mitutoyo 6" Digimatic Calipers 1 03088316Edge Dist. (in.): 11 Compression: Forney Compression Test MachineSpacing (in.): 11 Micrometer: Starrett Concrete Dial Micrometer 941233Install. Torque, Tinst (N-m): 80 Protractor: MD Digital Protractor SmartToolTesting Torque, Ttest (N-m): 40 Thermometer:Installation Date(s): 7/22/09 - 7/27/09 Torque Wrench 1: Armstrong Adjustable (10-100 ft-lbs) 5061233275Conf. Plate Hole Dia. (in.): N/A Torque Wrench 2: Armstrong Adjustable (25-250 ft-lbs) 4040299957Inst. Temp. (F) N/A Other:Cure Time (hrs.): N/A NotesTesting Temp. (F) N/AAnchor InformationAnchor Length (in.): 6 7/8; 8Sample Log No.: N/AVendor: LiebigMaterial: 8.8Coating: Zinc electroplateBatch:

Anchor Dia. Embedment Drill Dia. Installation Preload Ultimate Load Disp. at Ult. Load Axial Stiffness*(mm) (mm) (mm) Angle (deg) (lbf) (lbf) (in.) (lbf/in.)

1 M12 Superplus Shallow Seismic 1 M12 Superplus 12 80 20 0.7 256 9374 0.220 1102282 M12 Superplus Shallow Seismic 2 M12 Superplus 12 80 20 0.8 256 9412 0.223 1220453 M12 Superplus Shallow Seismic 3 M12 Superplus 12 80 20 1.2 260 8993 0.208 1132694 M12 Superplus Shallow Seismic 4 M12 Superplus 12 80 20 0.4 265 8045 0.169 1110555 M12 Superplus Shallow Seismic 5 M12 Superplus 12 80 20 1.0 257 9909 0.232 80549

Average 259 9147 0.210 107429Std. Dev. 4 697 0.025 15742

COV 1% 7.6% 12% 15%

F5% 6779km 30.0k6 M12 Superplus Deep Seismic 6 M12 Superplus 12 150 20 0.4 415 17150 0.648 118221

Test No. File No. Anchor

Concrete BreakoutConcrete BreakoutConcrete BreakoutConcrete Breakout

Failure ModeConcrete Breakout

USD Test Data FormADD199

Testing Information

Test Reference No.:

Member Specifications

AC193

Post-seismic residual tension in 0.020" crack per ACI 355.2-04 Test Series 12.M12 Super Plus7/28/2009

unconfined

Comments

Steel Failure

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

20000

0 0.2 0.4 0.6 0.8 1 1.2 1.4

Load

(lbf

.)

Displacement (in.)

12345678910

Page 1 of 1Form Rev. 1

Issued 6/11/08 by D. Harmon

6 M12 Superplus Deep Seismic 6 M12 Superplus 12 150 20 0.4 415 17150 0.648 1182217 M12 Superplus Deep Seismic 2 M12 Superplus 12 150 20 0.5 412 17010 0.607 1217028 M12 Superplus Deep Seismic 3 M12 Superplus 12 150 20 0.9 410 16868 0.912 1097929 M12 Superplus Deep Seismic 4 M12 Superplus 12 150 20 1.1 421 15372 0.366 10774610 M12 Superplus Deep Seismic 5 M12 Superplus 12 150 20 1.0 413 17318 0.550 114015

Average 414 16744 0.617 114295Std. Dev. 4 785 0.197 6172

COV 1% 4.7% 32% 5%

F5% 14076km 21.4k

*Axial Stiffness/Modulus calculated between 10% and 30% of ultimate load all units in lbf. or in. unless stated otherwise

0.983134543

Steel FailureSecondary crack formed during crack expansion.Concrete Breakout

Steel Failure

Steel FailureSteel Failure






December 8, 2009

Page 16

M12 Deep


4000

5000

6000

7000

8000

9000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

3000

0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2Displacement (in.)

4000

5000

6000

7000

8000

9000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

3000

0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16Displacement (in.)

4000

5000

6000

7000

8000

9000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

3000

0 0.05 0.1 0.15 0.2 0.25Displacement (in.)

4000

5000

6000

7000

8000

9000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

3000

0 0.02 0.04 0.06 0.08 0.1 0.12 0.14 0.16 0.18 0.2Displacement (in.)

4000

5000

6000

7000

8000

9000

Load

(lbf

)


Neq - 10 Cycles

Ni - 30 Cycles

Nm - 100 Cycles

0

1000

2000

3000

0 0.05 0.1 0.15 0.2 0.25 0.3 0.35Displacement (in.)




December 8, 2009

Page 17

M12 Deep




Block/Member No.: 5/29/09 No. of Samples 5Strength (psi): 3542 K (stat. const.) 3.4Reinforcing: #6 Tested By: D. HarmonDimensions (in.): 48x36x12 Sampling Method: From LiebigCrack Width (in.): 0.02 Witnessed By: R. Keesbury of WJEType: Normalweight Limestone Test Date(s): 7/22/09 - 7/27/09Anchor Installation Equipment Used Item S/NDrill Bit Size (mm): 20 Drill Type: Bosch SDS PlusDrill Bit Dia. (mm): 20.35 Computer: (B) w/ LabVIEWANSI Range: Load Cell: Sensotec 50-kip (B) 1014783Hole Depth, hhole (in.): 4 1/2 LVDT: Macro Sensor LVDT 7 7Effect. Embedment, hef (in.): 3.15 5.91 Calipers: Mitutoyo 6" Digimatic Calipers 1 03088316Edge Dist. (in.): 11 Compression: Forney Compression Test MachineSpacing (in.): 11 Micrometer: Starrett Concrete Dial Micrometer 941233Install. Torque, Tinst (N-m): 80 Protractor: MD Digital Protractor SmartToolTesting Torque, Ttest (N-m): 40 Thermometer:Installation Date(s): 7/22/09 - 7/27/09 Torque Wrench 1: Armstrong Adjustable (10-100 ft-lbs) 5061233275Conf. Plate Hole Dia. (in.): N/A Torque Wrench 2: Armstrong Adjustable (25-250 ft-lbs) 4040299957Inst. Temp. (F) N/A Other:Cure Time (hrs.): N/A NotesTesting Temp. (F) N/AAnchor InformationAnchor Length (in.): 6 7/8; 8Sample Log No.: N/AVendor: LiebigMaterial: 8.8Coating: Zinc electroplateBatch:

Anchor Dia. Embedment Drill Dia. Installation Preload Ultimate Load Disp. at Ult. Load Axial Stiffness*(mm) (mm) (mm) Angle (deg) (lbf) (lbf) (in.) (lbf/in.) Comments


Testing Information

Test Reference No.:


AC193

Post-seismic residual tension in 0.020" crack per ICC-ES AC193 Test Series XXX.M12 Super Plus7/28/2009

unconfined

Test No. File No. Anchor Failure Mode

0

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Displacement (in.)

12345678910



1 M12 Superplus Shallow Seismic 1 M12 Superplus 12 80 20 0.7 256 9374 0.220 1102282 M12 Superplus Shallow Seismic 2 M12 Superplus 12 80 20 0.8 256 9412 0.223 1220453 M12 Superplus Shallow Seismic 3 M12 Superplus 12 80 20 1.2 260 8993 0.208 1132694 M12 Superplus Shallow Seismic 4 M12 Superplus 12 80 20 0.4 265 8045 0.169 1110555 M12 Superplus Shallow Seismic 5 M12 Superplus 12 80 20 1.0 257 9909 0.232 80549

Average 259 9147 0.210 107429Std. Dev. 4 697 0.025 15742

COV 1% 7.6% 12% 15%

F5% 6779km 30.0k6 M12 Superplus Deep Seismic 6 M12 Superplus 12 150 20 0.4 415 17150 0.648 1182217 M12 Superplus Deep Seismic 2 M12 Superplus 12 150 20 0.5 412 17010 0.607 1217028 M12 Superplus Deep Seismic 3 M12 Superplus 12 150 20 0.9 410 16868 0.912 1097929 M12 Superplus Deep Seismic 4 M12 Superplus 12 150 20 1.1 421 15372 0.366 10774610 M12 Superplus Deep Seismic 5 M12 Superplus 12 150 20 1.0 413 17318 0.550 114015

Average 414 16744 0.617 114295Std. Dev. 4 785 0.197 6172

COV 1% 4.7% 32% 5%

F5% 14076km 21.4k


0.983134543

Steel Failure

Steel FailureSteel Failure

Concrete BreakoutConcrete BreakoutConcrete BreakoutConcrete BreakoutConcrete Breakout

Steel FailureSecondary crack formed during crack expansion.Concrete Breakout






December 8, 2009

Page 18

M16 Shallow


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December 8, 2009

Page 19

M16 Shallow




Block/Member No.: 6/12/09 No. of Samples 5Strength (psi): 3129 K (stat. const.) 3.4Reinforcing: #6 Tested By: D. HarmonDimensions (in.): 36x48x12 Sampling Method: From LiebigCrack Width (in.): 0.02 Witnessed By: R. Keesbury and J. Pearson of WJEType: Normalweight Limestone Test Date(s): 7/27/09 - 7/28/09Anchor Installation Equipment Used Item S/NDrill Bit Size (mm): 25 Drill Type: Bosch SDS PlusDrill Bit Dia. (mm): 25.32 Computer: (B) w/ LabVIEWANSI Range: Load Cell: Sensotec 50-kip (B) 1014783Hole Depth, hhole (in.): 7 LVDT: Macro Sensor LVDT 7 7Effect. Embedment, hef (in.): 5.91 Calipers: Mitutoyo 6" Digimatic Calipers 1 03088316Edge Dist. (in.): 11 Compression: Forney Compression Test MachineSpacing (in.): 11 Micrometer: Starrett Concrete Dial Micrometer 941233Install. Torque, Tinst (N-m): 80 Protractor: MD Digital Protractor SmartToolTesting Torque, Ttest (N-m): 40 Thermometer:Installation Date(s): 7/27/09 - 7/28/09 Torque Wrench 1: Armstrong Adjustable (25-250 ft-lbs) 4040299957Conf. Plate Hole Dia. (in.): N/A Torque Wrench 2:Inst. Temp. (F) N/A Other:Cure Time (hrs.): N/A NotesTesting Temp. (F) N/AAnchor InformationAnchor Length (in.): 8Sample Log No.: N/AVendor: LiebigMaterial: 8.8Coating: Zinc ElectroplateBatch:

Anchor Dia. Embedment Drill Dia. Installation Preload Ultimate Load Disp. at Ult. Load Axial Stiffness*(mm) (mm) (mm) Angle (deg) (lbf) (lbf) (in.) (lbf/in.)

1 ADD199 - M16 Superplus Shallow Seismic 1 Superplus 16 150 25 1.3 419 15756 0.356 1089652 ADD199 - M16 Superplus Shallow Seismic 2 Superplus 16 150 25 0.2 420 16806 0.341 1341183 ADD199 - M16 Superplus Shallow Seismic 3 Superplus 16 150 25 1.2 429 17846 0.384 1264834 ADD199 - M16 Superplus Shallow Seismic 4 Superplus 16 150 25 0.5 413 16975 0.450 997495 ADD199 - M16 Superplus Shallow Seismic 5 Superplus 16 150 25 1.0 413 17117 0.488 99230

Average 419 16900 0.404 113709Std. Dev. 6 753 0.063 15864

COV 2% 4.5% 16% 14%

F5% 14341km 23.0k6 0 0 #N/A #N/A

Comments


Testing Information

Test Reference No.:


AC193

Post-seismic residual tension in 0.020" crack per ACI 355.2-04 Test Series 12.M16 Super Plus7/28/2009

unconfined

Test No. File No. Anchor

Concrete BreakoutConcrete BreakoutConcrete BreakoutConcrete Breakout

Failure ModeConcrete Breakout

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6 0 0 #N/A #N/A7 0 0 #N/A #N/A8 0 0 #N/A #N/A9 0 0 #N/A #N/A10 0 0 #N/A #N/A

Average 0 0 #N/A #N/AStd. Dev. 0 0 #N/A #N/A

COV #DIV/0! #DIV/0! #N/A #N/A

F5% #DIV/0!km #DIV/0!k


0






December 8, 2009

Page 20

M16 Deep


330 Pfingsten RoadNorthbrook, Illinois 60062

847.272.7400 tel | 847.291.5189 faxwww.wje.com

6000

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13000

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ACI 355.2‐04 Table 4.2 Test Series 12 AssessmentLoad‐Displacement Behavior

Simpson | Liebig Superplus Anchor M16 diameter ‐ 200mm effective embedment

Anchor 1

Simpson Strong-Tie | LiebigSuperplus Anchor Testing Page 1 of 6

ACI355.2-04 Table 4.2 Test Series 12Anchor Diameter: M16

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10 Cycle Neq 30 Cycle Ni 100 Cycle Nm



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Simpson New Strong‐Bolt Anchor M16 diameter ‐ 200mm effective embedment

Anchor 2


ACI 355.2-04 Table 4.2 Test Series 12Anchor Diameter: M16

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ACI 355.2=04 Table 4.2 Test Series 12 AssessmentLoad‐Displacement Behavior


Anchor 3

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Anchor 5

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December 8, 2009

Page 21

M16 Deep




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ACI 355.2-04 Table 4.2 Test Series 12 AssessmentLoad-Displacement Behavior

Simpson New Strong-Bolt Anchor M16 diameter- 200mm effective embedment

Residual Capacity



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Test 2 Test 1 Test 3 Test 4 Test 5

Documents

SORMAT OY | LIEBIG MECHANICAL ANCHOR SYSTEM SEISMIC ... · WITH ACI 355.2-04 1.0 INTRODUCTION 1.1 Purpose The firm of Wiss, Janney, Elstner Associates, Inc. (WJE) has conducted a